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beam3d01.cpp Go to the documentation of this file. /* ****************************************************************** ** ** OpenSees - Open System for Earthquake Engineering Simulation ** ** Pacific Earthquake Engineering Research Center ** ** ** ** ** ** (C) Copyright 1999, The Regents of the University of California ** ** All Rights Reserved. ** ** ** ** Commercial use of this program without express permission of the ** ** University of California, Berkeley, is strictly prohibited. See ** ** file 'COPYRIGHT' in main directory for information on usage and ** ** redistribution, and for a DISCLAIMER OF ALL WARRANTIES. ** ** ** ** Developed by: ** ** Frank McKenna (fmckenna@ce.berkeley.edu) ** ** Gregory L. Fenves (fenves@ce.berkeley.edu) ** ** Filip C. Filippou (filippou@ce.berkeley.edu) ** ** ** ** ****************************************************************** */ // $Revision: 1.5 $ // $Date: 2003/02/14 23:01:05 $ // $Source: /usr/local/cvs/OpenSees/SRC/element/beam3d/beam3d01.cpp,v $ // File: ~/model/beam3d01.C // // Written: fmk 11/95 // Revised: // // Purpose: This file contains the class definition for beam3d01. // beam3d01 is a 3d beam element. As such it can only // connect to a node with 6-dof. #include <beam3d01.h> #include <Domain.h> #include <Channel.h> #include <FEM_ObjectBroker.h> #include <math.h> #include <stdlib.h> #include <Renderer.h> Matrix beam3d01::m(12,12); // these beam members have no mass or damping matrice Matrix beam3d01::d(12,12); beam3d01::beam3d01() :Element(0,ELE_TAG_beam3d01), A(0), E(0), G(0), Jx(0), Iy(0), Iz(0),theta(0), k(12,12), rForce(12), load(12), connectedExternalNodes(2), isStiffFormed(0) { theNodes[0] = 0; theNodes[1] = 0; } beam3d01::beam3d01(int tag, double a, double e, double g, double jx, double iy, double iz, int Nd1, int Nd2, double Theta) :Element(tag,ELE_TAG_beam3d01), A(a), E(e), G(g), Jx(jx), Iy(iy), Iz(iz), theta(Theta), L(0), k(12,12), rForce(12), load(12), connectedExternalNodes(2), isStiffFormed(0) { connectedExternalNodes(0) = Nd1; connectedExternalNodes(1) = Nd2; theNodes[0] = 0; theNodes[1] = 0; } // ~beam3d01(): // destructor beam3d01::~beam3d01() { } int beam3d01::getNumExternalNodes(void) const { return 2; } const ID & beam3d01::getExternalNodes(void) { return connectedExternalNodes; } Node ** beam3d01::getNodePtrs(void) { return theNodes; } int beam3d01::getNumDOF(void) { int i =12; return i; } int beam3d01::revertToLastCommit() { return 0; // linear element - nothing to commit } const Matrix & beam3d01::getTangentStiff(void) { return this->getStiff(); } const Matrix & beam3d01::getInitialStiff(void) { return this->getStiff(); } // const Matrix &getStiff(): // Method to return the stiffness matrix. const Matrix & beam3d01::getStiff(void) { // compute the stiffness if (isStiffFormed == 0) { // first check element has correct number of DOF at attached nodes int Nd1, Nd2; Nd1 = connectedExternalNodes(0); Nd2 = connectedExternalNodes(1); Domain *theDomain = this->getDomain(); Node *end1Ptr = theDomain->getNode(Nd1); Node *end2Ptr = theDomain->getNode(Nd2); if (end1Ptr == 0) { opserr << "beam3d01::getStiff: Nd1: "; opserr << Nd1 << "does not exist in model\n"; exit(0); } if (end2Ptr == 0) { opserr << "beam3d01::getStiff: Nd2: "; opserr << Nd2 << "does not exist in model\n"; exit(0); } theNodes[0] = end1Ptr; theNodes[1] = end2Ptr; double dx,dy,dz; const Vector &end1Crd = end1Ptr->getCrds(); const Vector &end2Crd = end2Ptr->getCrds(); dx = end2Crd(0)-end1Crd(0); dy = end2Crd(1)-end1Crd(1); dz = end2Crd(2)-end1Crd(2); L = sqrt(dx*dx + dy*dy + dz*dz); double L2 = L*L; double L3 = L*L*L; if (L == 0.0) { opserr << "Element: " << this->getTag(); opserr << " beam3d01::getStiff: 0 length\n"; return k; } double EA = E*A/L; double twoE = 2*E/L; double fourE = 4*E/L; double twelveE = 12*E/L3; double sixE = 6*E/L2; if (dy == 0.0 && dz == 0.0 && dx > 0.0 && theta == 90) { // local y in y and local z in z k(0,0) = EA; k(6,0) = -EA; k(1,1) = twelveE*Iz; k(5,1) = sixE*Iz; k(7,1) = -twelveE*Iz; k(11,1) = sixE*Iz; k(2,2) = twelveE*Iy; k(4,2) = -sixE*Iy; k(8,2) = -twelveE*Iy; k(10,2) = -sixE*Iy; k(3,3) = G*Jx/L; k(9,3) = -G*Jx/L; k(2,4) = -sixE*Iy; k(4,4) = fourE*Iy; k(8,4) = sixE*Iy; k(10,4) = twoE*Iy; k(1,5) = sixE*Iz; k(5,5) = fourE*Iz; k(7,5) = -sixE*Iz; k(11,5) = twoE*Iz; k(0,6) = -EA; k(6,6) = EA; k(1,7) = -twelveE*Iz; k(5,7) = -sixE*Iz; k(7,7) = twelveE*Iz; k(11,7) = -sixE*Iz; k(2,8) = -twelveE*Iy; k(4,8) = sixE*Iy; k(8,8) = twelveE*Iy; k(10,8) = sixE*Iy; k(3,9) = -G*Jx/L; k(9,9) = G*Jx/L; k(2,10) = -sixE*Iy; k(4,10) = twoE*Iy; k(8,10) = sixE*Iy; k(10,10) = fourE*Iy; k(1,11) = sixE*Iz; k(5,11) = twoE*Iz; k(7,11) = -sixE*Iz; k(11,11) = fourE*Iz; } else if (dx == 0.0 && dz == 0.0 && dy > 0.0 && theta == 90) { k(0,0) = twelveE*Iz; k(5,0) = -sixE*Iz; k(6,0) = -twelveE*Iz; k(11,0) = -sixE*Iz; k(1,1) = EA; k(7,1) = -EA; k(2,2) = twelveE*Iy; k(3,2) = sixE*Iy; k(8,2) = -twelveE*Iy; k(9,2) = sixE*Iy; k(2,3) = sixE*Iy; k(3,3) = fourE*Iy; k(8,3) = -sixE*Iy; k(9,3) = twoE*Iy; k(4,4) = G*Jx/L; k(10,4) = -G*Jx/L; k(0,5) = -sixE*Iz; k(5,5) = fourE*Iz; k(6,5) = sixE*Iz; k(11,5) = twoE*Iz; k(0,6) = -twelveE*Iz; k(5,6) = sixE*Iz; k(6,6) = twelveE*Iz; k(11,6) = sixE*Iz; k(1,7) = -EA; k(7,7) = EA; k(2,8) = -twelveE*Iy; k(3,8) = -sixE*Iy; k(8,8) = twelveE*Iy; k(9,8) = -sixE*Iy; k(2,9) = sixE*Iy; k(3,9) = twoE*Iy; k(8,9) = -sixE*Iy; k(9,9) = fourE*Iy; k(4,10) = -G*Jx/L; k(10,10) = G*Jx/L; k(0,11) = -sixE*Iz; k(5,11) = twoE*Iz; k(6,11) = sixE*Iz; k(11,11) = fourE*Iz; } else if (dx == 0.0 && dy == 0.0 && dz > 0.0 && theta == 90) { // local y of columns in x dirn, local z in y dirn k(0,0) = twelveE*Iz; k(4,0) = sixE*Iz; k(6,0) = -twelveE*Iz; k(10,0) = sixE*Iz; k(1,1) = twelveE*Iy; k(3,1) = -sixE*Iy; k(7,1) = -twelveE*Iy; k(9,1) = -sixE*Iy; k(2,2) = EA; k(8,2) = -EA; k(1,3) = -sixE*Iy; k(3,3) = fourE*Iy; k(7,3) = sixE*Iy; k(9,3) = twoE*Iy; k(0,4) = sixE*Iz; k(4,4) = fourE*Iz; k(6,4) = -sixE*Iz; k(10,4) = twoE*Iz; k(5,5) = G*Jx/L; k(11,5) = -G*Jx/L; k(0,6) = -twelveE*Iz; k(4,6) = -sixE*Iz; k(6,6) = twelveE*Iz; k(10,6) = -sixE*Iz; k(1,7) = -twelveE*Iy; k(3,7) = sixE*Iy; k(7,7) = twelveE*Iy; k(9,7) = sixE*Iy; k(2,8) = -EA; k(8,8) = EA; k(1,9) = -sixE*Iy; k(3,9) = twoE*Iy; k(7,9) = sixE*Iy; k(9,9) = fourE*Iy; k(0,10) = sixE*Iz; k(4,10) = twoE*Iz; k(6,10) = -sixE*Iz; k(10,10) = fourE*Iz; k(5,11) = -G*Jx/L; k(11,11) = G*Jx/L; } else { opserr << "beam3d01::getStiff - NOT FINISHED"; opserr << " members not located along global axis directions\n"; exit(0); } isStiffFormed = 1; } return k; } void beam3d01::zeroLoad(void) { load.Zero(); } int beam3d01::addLoad(ElementalLoad *theLoad, double loadFactor) { opserr << "beam3d01::addLoad() - beam " << this->getTag() << "load type unknown\n"; return -1; } int beam3d01::addInertiaLoadToUnbalance(const Vector &accel) { return 0; } const Vector & beam3d01::getResistingForceIncInertia() { this->getResistingForce(); // add rayleigh damping force if factors present if (betaK != 0.0 || betaK0 != 0.0 || betaKc != 0.0) rForce += this->getRayleighDampingForces(); return rForce; } const Vector & beam3d01::getResistingForce() { if (isStiffFormed == 0) this->getStiff(); // compute the residual Res = k*uTrial int Nd1, Nd2; Nd1 = connectedExternalNodes(0); Nd2 = connectedExternalNodes(1); Domain *theDomain = this->getDomain(); Node *end1Ptr = theDomain->getNode(Nd1); Node *end2Ptr = theDomain->getNode(Nd2); const Vector &end1Disp = end1Ptr->getTrialDisp(); const Vector &end2Disp = end2Ptr->getTrialDisp(); rForce(0) = end1Disp(0); rForce(1) = end1Disp(1); rForce(2) = end1Disp(2); rForce(3) = end1Disp(3); rForce(4) = end1Disp(4); rForce(5) = end1Disp(5); rForce(6) = end2Disp(0); rForce(7) = end2Disp(1); rForce(8) = end2Disp(2); rForce(9) = end2Disp(3); rForce(10) = end2Disp(4); rForce(11) = end2Disp(5); rForce = k * rForce; // add any applied load rForce -= load; return rForce; } int beam3d01::displaySelf(Renderer &theViewer, int displayMode, float fact) { Domain *theDomain = this->getDomain(); int Nd1 = connectedExternalNodes(0); int Nd2 = connectedExternalNodes(1); Node *end1Ptr = theDomain->getNode(Nd1); Node *end2Ptr = theDomain->getNode(Nd2); const Vector &end1Crd = end1Ptr->getCrds(); const Vector &end2Crd = end2Ptr->getCrds(); const Vector &end1Disp = end1Ptr->getDisp(); const Vector &end2Disp = end2Ptr->getDisp(); Vector v1(3); Vector v2(3); for (int i=0; i<3; i++) { v1(i) = end1Crd(i)+end1Disp(i)*fact; v2(i) = end2Crd(i)+end2Disp(i)*fact; } return theViewer.drawLine(v1,v2,1.0,1.0); } int beam3d01::sendSelf(int commitTag, Channel &theChannel) { int dataTag = this->getDbTag(); Vector data(10); data(0) = A; data(1) = E; data(2) = G; data(3) = Jx; data(4) = Iy; data(5) = Iz; data(6) = this->getTag(); data(7) = connectedExternalNodes(0); data(8) = connectedExternalNodes(1); data(9) = theta; int result = 0; result = theChannel.sendVector(dataTag, commitTag, data); if (result < 0) { opserr << "beam3d01::sendSelf - failed to send data\n"; return -1; } return 0; } int beam3d01::recvSelf(int commitTag, Channel &theChannel, FEM_ObjectBroker &theBroker) { Vector data(10); int dataTag = this->getDbTag(); int result = 0; result = theChannel.recvVector(dataTag, commitTag, data); if (result < 0) { opserr << "beam3d01::recvSelf - failed to recv data\n"; return -1; } A = data(0); E = data(1); G=data(2); Jx = data(3); Iy = data(4); Iz=data(5); theta = data(9); int tag = data(6); this->setTag(tag); int nd1 = data(7); int nd2 = data(8); connectedExternalNodes(0) = nd1; connectedExternalNodes(1) = nd2; return 0; } void beam3d01::Print(OPS_Stream &s, int flag) { s << "Element: " << this->getTag(); s << " type: beam3d01 iNode: " << connectedExternalNodes(0); s << " jNode: " << connectedExternalNodes(1) << " Length: " << L << endln; // s << "\tStiffness Matrix:\n" << k; s << "\tResisting Force: " << rForce; // s << "\tElemt End Force: " << eForce; } Generated on Mon Oct 23 15:05:04 2006 for OpenSees by  1.5.0

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